Reinforcing joint structure between staggered shear walls

Abstract

The utility model discloses a reinforcing node structure between staggered shear walls, the staggered shear walls are divided into upper-layer shear walls and lower-layer shear walls, upper-layer plate surfaces are arranged between the upper-layer shear walls and the lower-layer shear walls, the bottom ends of the lower-layer shear walls are transition-layer structural plate surfaces, upper-layer structural beams are arranged between the two upper-layer shear walls, and lower-layer structural beams are arranged between the two lower-layer shear walls. A lower-layer structural beam is arranged between the two lower-layer shear walls, a thickening layer is arranged on the surface of each lower-layer shear wall, and the thickening layers are arranged between the upper-layer plate surface and the transition-layer structural plate surface and used for supporting the upper-layer plate surface and the upper-layer shear walls; a plurality of connecting rods are arranged in the transition layer structure plate face, and the two ends of each connecting rod are fixed to the lower-layer shear wall or the lower-layer structure beam respectively. The utility model has the advantages that through the synergistic effect of the thickening layer and the H-shaped steel, the additional stress brought by eccentric torque to the floor slab can be met, the load and the vertical and horizontal force under the earthquake working condition can be reasonably transmitted, and the influence of stiffness mutation on the structure can be reduced.

Description

Technical Field

[0001] The utility model relates to the technical field of construction, in particular to a reinforced node structure between dislocated shear walls. Background Art

[0002] With the development of the times, there are more and more architectural layout forms. In order to achieve specific building functions, in high-rise building structures, shear walls and structural beams are dislocated in the plane along the height direction, so that the shear walls form upper shear walls and lower shear walls, and the structural beams are dislocated to form upper structural beams and lower structural beams.

[0003] In order to reduce the impact of discontinuity of vertical components on the overall structure, when frame support beams cannot be set under the shear wall, how to ensure the effective and reasonable transmission of vertical and horizontal forces through structural construction measures, reduce the eccentric moment caused by the dislocation of the shear wall and cause floor cracking, meet the requirements of the specifications under moderate and major earthquake conditions, and avoid floor cracking under normal use and minor earthquake conditions. Utility Model Content

[0004] The utility model aims to propose a structure of a dislocated shear wall conversion and transition layer steel-concrete reinforced plate, which can satisfy the additional stress brought to the floor slab by the eccentric moment when the shear wall and the structural beam are dislocated in the vertical direction, reasonably transfer the vertical and horizontal forces under the load and earthquake conditions, and reduce the influence of the sudden change of stiffness on the overall structure.

[0005] The utility model proposes a reinforced node structure between dislocated shear walls, wherein the dislocated shear walls are divided into an upper shear wall and a lower shear wall, an upper slab is located between the upper shear wall and the lower shear wall, the bottom end of the lower shear wall is a transition layer structural slab, an upper structural beam is located between the two upper shear walls, a lower structural beam is located between the two lower shear walls, a thickening layer is arranged on the surface of the lower shear wall, the thickening layer is arranged between the upper slab and the transition layer structural slab, and supports the upper slab and the upper shear wall;

[0006] A plurality of connecting rods are arranged in the transition layer structural plate surface, and the two ends of the connecting rods are respectively fixed to the lower layer shear wall or the lower layer structural beam.

[0007] Preferably, the connecting rod is configured as an H-shaped steel, and the H-shaped steel fixed to the structural beam is passed through the interior of the structural beam and is flush with the outer side of the structural beam.

[0008] Preferably, a plurality of additional steel bars are inserted into the shear wall, and positions of the plurality of additional steel bars correspond to positions of the H-shaped steel bars, and the H-shaped steel bars are in contact with the shear wall and fixed to the additional steel bars.

[0009] Preferably, the transition layer structure plate surface is provided with plate surface reinforcement and plate bottom reinforcement, the H-shaped steel is located between the plate surface reinforcement and the plate bottom reinforcement, and the H-shaped steel is respectively tied and fixed to the plate surface reinforcement and the plate bottom reinforcement.

[0010] Preferably, the offset distance between the upper shear wall and the lower shear wall is S, the thickness of the thickened layer is L, and L>S is satisfied.

[0011] Preferably, the width dimension of the H-shaped steel is W, and satisfies W>0.5S.

[0012] Preferably, the plurality of H-shaped steels are evenly distributed along the length direction of the transition layer structural plate surface, the spacing dimension between two adjacent H-shaped steels is M, and M<2W is satisfied.

[0013] Preferably, the spacing between two adjacent additional steel bars in the same H-shaped steel is D and meets the requirement of 100 mm. <D<300mm。

[0014] From the above description of the utility model, it can be seen that the utility model has the following beneficial effects:

[0015] 1. By setting a thickening layer in the direction of shear wall dislocation, the additional stress brought to the floor by the eccentric moment can be met, the vertical force under load and earthquake conditions can be reasonably transferred, the impact of sudden change in stiffness on the structure can be reduced, the force transmission is safe and reliable, and the construction is convenient.

[0016] 2. According to the offset spacing of the shear wall, the cross-sectional size and arrangement spacing of the H-shaped steel are selected. A number of additional steel bars are inserted into the shear wall, and the additional steel bars are welded and fixed to the H-shaped steel, so that the H-shaped steel and the transition layer structural slab become a hybrid structure, which jointly resists the axial tensile stress, so that the tensile stress of the floor slab along the slab surface is lower than the cracking strength of the concrete, effectively improving the stiffness of the floor slab, meeting the additional tensile stress transmitted by the eccentric shear wall, improving safety, and facilitating concrete pouring. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 is a schematic plan view of a shear wall and a structural beam of an embodiment;

[0018] Figure 2 It is an embodiment Figure 1 Sectional view at AA;

[0019] Figure 3 It is an embodiment Figure 1 A partial enlarged view in the middle;

[0020] Figure 4 It is an embodiment Figure 1 Sectional view at the middle BB;

[0021] Figure 5 It is an embodiment Figure 4 A partial enlarged view of point B in the middle.

[0022] Figure numerals: 1. shear wall; 11. upper shear wall; 12. lower shear wall; 13. additional reinforcement; 2. upper slab surface; 21. thickening layer; 3. transition layer structural slab surface; 31. slab bottom reinforcement; 32. slab surface reinforcement; 33. H-shaped steel; 41. upper structural beam; 42. lower structural beam. DETAILED DESCRIPTION

[0023] In order to make the technical problems, technical solutions and beneficial effects to be solved by the present invention clearer and more understandable, the following is a summary of the technical problems, technical solutions and beneficial effects to be solved by the present invention. Figure 1-5 It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0024] Reference Figure 1 , Figure 2 and Figure 3 A reinforced node structure between dislocated shear walls. When the shear wall 1 is dislocated along the height direction, the shear wall 1 is divided into an upper shear wall 11 and a lower shear wall 12. The lower shear wall 12 is located above the transition layer structural panel, and the upper shear wall 11 is located above the variable upper layer panel. An upper structural beam 41 is located between two adjacent upper shear walls 11, and a lower structural beam 42 is located between two adjacent lower shear walls.

[0025] In order to reduce the impact of the discontinuity of the shear wall 1 in the vertical direction on the overall structure, a thickening layer 21 is arranged at the bottom end of the upper shear wall 11, and one side of the thickening layer 21 is fixed to the lower shear wall 12, so that the upper shear wall 11 is supported by partially thickening the lower shear wall 12, so that the vertical force generated by the upper shear wall 11 is transmitted to the lower shear wall 12 through the thickening layer 21; the offset distance between the upper shear wall 11 and the lower shear wall 12 is set to S, and the thickness of the thickening layer 21 is set to L, and the relationship between the offset distance between the upper shear wall 11 and the lower shear wall 12 and the thickness of the thickening layer 21 satisfies L>S; to ensure that the thickening layer 21 firmly supports the upper shear wall 11, thereby reducing the eccentric moment caused by the dislocation of the shear wall 1 and causing the floor slab to crack, meet the regulatory requirements under medium and large earthquake conditions, and avoid floor slab cracking under normal use and small earthquake conditions.

[0026] Reference Figure 4, the formwork reinforcement 32 and the bottom reinforcement 31 of the slab are arranged inside the transition layer structure formwork, and a number of connecting rods are arranged between the formwork reinforcement 32 and the bottom reinforcement 31. The connecting rods are set as H-shaped steel 33, and the H-shaped steel 33 is tied and fixed to the formwork reinforcement 32 and the bottom reinforcement 31. A number of H-shaped steels 33 are evenly distributed along the length direction of the transition layer structure formwork. The two ends of the H-shaped steel 33 are fixed to the lower shear wall 12 or the lower structural beam 42. When one end of the H-shaped steel 33 encounters the lower structural beam 42, one end of the H-shaped steel 33 is inserted into the lower structural beam 42 and is flush with the outer side of the lower structural beam 42; a number of groups of additional steel bars 13 extend out of the lower shear wall 12. Each additional steel bar 13 is perpendicular to the surface of the lower shear wall 12 and corresponds to each H-shaped steel 33. When one end of the H-shaped steel 33 encounters the lower shear wall 12, one end of the H-shaped steel 33 is abutted against the lower shear wall 12. At the same time, a number of groups of additional steel bars 13 extending out of the lower shear wall 12 are respectively abutted against the surface of the H-shaped steel 33, and the additional steel bars 13 and the H-shaped steel 33 are welded and fixed to each other.

[0027] Refer to Figure 3 and Figure 5 , the width dimension of the H-shaped steel 33 is set as W, and the relationship between the width dimension of the H-shaped steel 33 and the dislocation distance between the upper shear wall 1 and the lower shear wall 1 is W > 0.5S, so that the width dimension of the H-shaped steel 33 matches the vertical dislocation spacing of the shear wall 1; in addition, the spacing dimension between two adjacent H-shaped steels 33 is set as M, and the relationship between the spacing dimension between two adjacent H-shaped steels 33 and the width dimension of the H-shaped steel 33 satisfies M < 2W, so as to keep a proper distance between each H-shaped steel 33; after calculating and selecting the size and layout spacing of the H-shaped steel 33, the hybrid structure formed by the H-shaped steel 33 and the transition layer structure formwork jointly resists the axial tensile stress, so that the tensile stress of the floor along the formwork direction is lower than the concrete cracking strength, effectively improving the floor stiffness, meeting the additional tensile stress of the eccentric transfer of the shear wall 1, improving the safety factor, and facilitating the concrete pouring.

[0028] In order to make each H-shaped steel 33 firmly fixed, after the groups of additional steel bars 13 correspond to each H-shaped steel 33, a number of additional steel bars 13 located on the surface of the same H-shaped steel 33 are evenly distributed. The spacing dimension between two adjacent additional steel bars 13 on the surface of the same H-shaped steel 33 is D, and the spacing dimension between two adjacent additional steel bars 13 satisfies 100mm < D < 300mm, so as to keep a proper spacing between two adjacent additional steel bars 13, so that a proper number of additional steel bars 13 are arranged on the surface of the H-shaped steel 33, thereby ensuring the stable installation of the H-shaped steel 33.

[0029] The specific implementation principle of the embodiment of the present application is: in a high-rise building structure, when the shear wall 1 is misaligned along the height direction in the plane, the shear wall 1 is divided into an upper shear wall 11 and a lower shear wall 12 to reduce the impact of the discontinuity of the vertical components on the overall structure; a thickening layer 21 is arranged on the transition layer structure panel, the thickening layer 21 is fixed to the lower shear wall 12 and is located directly below the upper shear wall 11, and the thickness of the thickening layer 21 is matched with the spacing between the upper shear wall 11 and the lower shear wall 12. By arranging the thickening layer 21 to support the upper shear wall 11, the vertical force generated by the upper shear wall 11 is transmitted to the lower shear wall 12 through the thickening layer 21, thereby ensuring the effective and reasonable transmission of the vertical force and reducing the cracking of the floor slab caused by the eccentric moment of the misalignment of the shear wall 1.

[0030] In addition, a plurality of H-shaped steels 33 are arranged in the transition layer structural panel. The H-shaped steels 33 whose width dimensions match the spacing dimensions of the upper shear wall 11 and the lower shear wall 12 are selected, and a suitable spacing is maintained between adjacent H-shaped steels 33. The H-shaped steels 33 are arranged between the plate surface reinforcement 32 and the plate bottom reinforcement 31, and the H-shaped steels 33 are tied and fixed to the plate surface reinforcement 32 and the plate bottom reinforcement 31. When one end of the H-shaped steel 33 meets the lower structural beam 42, the H-shaped steel 33 is penetrated into the interior of the lower structural beam 42 and is flush with the other side of the lower structural beam 42; a plurality of groups of additional steel bars 13 corresponding to the H-shaped steel 33 are penetrated on the side of the shear wall 1 close to the H-shaped steel 33; when one end of the H-shaped steel 33 meets the lower shear wall 12, one end of the H-shaped steel 33 is abutted against the lower shear wall 12, and a plurality of additional steel bars 13 are welded and fixed to the surface of the H-shaped steel 33, so that a spacing of 100mm-300mm is maintained between two adjacent additional steel bars 13; the hybrid structure formed by the H-shaped steel 33 and the transition layer structural panel jointly resists the axial tensile stress, so that the tensile stress of the floor slab along the slab surface direction is lower than the concrete cracking strength, effectively improving the floor slab stiffness and meeting the additional tensile stress eccentrically transmitted by the shear wall 1.

[0031] The utility model is described above by way of example in conjunction with the accompanying drawings. It is obvious that the specific implementation of the utility model is not limited to the above-mentioned method. As long as various non-substantial improvements are made using the method concept and technical solution of the utility model, or the concept and technical solution of the utility model are directly applied to other occasions without improvement, they are all protected by the utility model.

Claims

1. A reinforced node structure between staggered shear walls, wherein the staggered shear walls are divided into an upper shear wall and a lower shear wall, an upper slab is located between the upper shear wall and the lower shear wall, the bottom end of the lower shear wall is a transitional structural slab, an upper structural beam is located between the two upper shear walls, and a lower structural beam is located between the two lower shear walls, characterized in that: The surface of the lower shear wall is provided with a thickening layer, and the thickening layer is provided between the upper plate surface and the transition layer structure plate surface to support the upper plate surface and the upper shear wall; A plurality of connecting rods are arranged in the transition layer structural plate surface, and the two ends of the connecting rods are respectively fixed to the lower layer shear wall or the lower layer structural beam.

2. The reinforced node structure between staggered shear walls according to claim 1, characterized in that: The connecting rod is configured as an H-shaped steel, and the H-shaped steel fixed to the structural beam is passed through the interior of the structural beam and is flush with the outer side of the structural beam.

3. The reinforced node structure between staggered shear walls according to claim 2, characterized in that: A plurality of additional steel bars are inserted into the shear wall, and positions of the additional steel bars correspond to positions of the H-shaped steel bars. The H-shaped steel bars are in contact with the shear wall and fixed to the additional steel bars.

4. The reinforced node structure between staggered shear walls according to claim 3, characterized in that: The transition layer structure plate surface is provided with plate surface reinforcement and plate bottom reinforcement, the H-shaped steel is located between the plate surface reinforcement and the plate bottom reinforcement, and the H-shaped steel is respectively tied and fixed to the plate surface reinforcement and the plate bottom reinforcement.

5. The reinforced node structure between staggered shear walls according to claim 3, characterized in that: The offset distance between the upper shear wall and the lower shear wall is S, the thickness of the thickened layer is L, and L>S is satisfied.

6. The reinforced node structure between staggered shear walls according to claim 5, characterized in that: The width dimension of the H-shaped steel is W, and satisfies W>0.5S.

7. The reinforced node structure between staggered shear walls according to claim 6, characterized in that: The H-shaped steels are evenly distributed along the length direction of the transition layer structural plate surface, and the spacing dimension between two adjacent H-shaped steels is M, and M<2W is satisfied.

8. The reinforced node structure between staggered shear walls according to claim 6, characterized in that: The spacing between two adjacent additional steel bars in the same H-shaped steel is D and meets the requirement of 100mm. <D<300mm。

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